Amendment No. 0003.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

1. CONTRACT ID CODE

5. PROJECT NO. (If applicable)2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ.NO.

PAGE OF PAGES

6. ISSUED BY CODE 7. ADMINISTERED BY (If other than Item 6)

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

CODE

9A. AMENDMENT OF SOLICITATION NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

CODE FACILITY CODE

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

Items 8 and 15, and returning is extended, is not extended.

12. ACCOUNTING AND APPROPRIATION DATA (If required.)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

(x) A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO THE AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation date, etc.) SET FORTH IN ITEM 14.

E. IMPORTANT: Contractor is not, is required to sign this document and return

ORDER NO. IN ITEM 10A.

1 1

0003 04/15/2020

FEDERAL AVIATION ADMINISTRATION

CENTRAL ACQUISTION, AAQ-520

10101 HILLWOOD PARKWAY

FORT WORTH TX 76177-1524

AAQ520FTW-AFN

x

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

separate letter or telegram which includes a reference to the solicitation and amendment number. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE RECEIVED AT

THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By ___________ 1 x x

697DCK-20-R-00231

1 copies to the issuing office.

03/23/2020

(x)

The purpose of this amendment is to provide a more recent geotechnical report obtained for

Jack Brooks Regional Airport that covers the runways and the adjacent areas. This is for reference only and to provide general soil conditions for Jack Brooks Regional Airport.

All other terms and conditions remain unchanged and in effect.

Proposal Due Date: Friday, May 01, 2020 @ 2:00pm CST.

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. CONTRACT AUTHORITY 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

Daniel H. Irungu

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

Daniel Irungu Highlight

Geotechnical Services Report

Jack Brooks Regional Airport

Jefferson County, Texas

April 11, 2012

Terracon Project No. 93125001

Prepared for:

Schaumburg & Polk, Inc.

Beaumont, Texas

Prepared by:

Terracon Consultants, Inc.

Lufkin, Texas

Responsive ■ Resourceful ■ Reliable i

TABLE OF CONTENTS

Page

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Description

2.2 Site Description

3.0 SUBSURFACE CONDITIONS

3.1 Typical Soil Profile

3.2 Groundwater

3.3 Chemical Properties

3.4 Materials Sampling and Laboratory Testing

4.0 GENERAL COMMENTS

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Plan

Exhibit A-2 Boring Location Plan

Exhibit A-3 Field Exploration Description

Exhibits A-4 through A-43 Boring Logs

APPENDIX B – LABORATORY TESTING

Exhibit B-1 Laboratory Testing

Report of Lime Determination (1)

Laboratory Compaction Characteristics of Soil Report (3)

Summary of CBR Test Results (1)

CBR Stress-strain Curves (3)

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes

Exhibit C-2 Unified Soil Classification System

Responsive ■ Resourceful ■ Reliable 1

GEOTECHNICAL SERVICES REPORT

JACK BROOKS REGIONAL AIRPORT

JEFFERSON COUNTY, TEXAS

Project No. 93125001

April 11, 2012

1.0 INTRODUCTION

Terracon Consultants, Inc. (Terracon) is pleased to submit our Geotechnical Services Report for the proposed improvements to Jack Brooks Regional Airport in Jefferson County, Texas. This project was authorized by Mr. Ricky J. Bourque, P.E., President of Shaumburg & Polk, Inc., by signature of our Agreement for Services on December 20, 2011. The project scope of services was performed in general accordance with Terracon Proposal No. P93110193 dated December

12, 2011.

The purpose of our services is to provide the subsurface conditions observed in the 40 borings drilled to depths of about 5 or 10 feet for this project, and to provide results of laboratory tests performed on soil samples obtained from the borings.

2.0 PROJECT INFORMATION

2.1 Project Description

Item Description

Site layout See Appendix A, Exhibits A-2 and A-3, Site Aerial Plan and

Boring Location Plan.

Improvements

Reconstruction of existing Taxiway F, Taxiway D, Runway

16-34, and Runway 12-30.

Construction of an extension to Runway 16-34, a new taxiway for Runway 16-34, and a new taxiway for Runway 12-30 from its intersection with Taxiway F to the west end of Runway 12-

30.

Finished grade elevation Design finished grades are unknown, but are expected to be near or above the existing grade.

Jack Brooks Regional Airport ■ Jefferson County, Texas April 11, 2012 ■ Terracon Project No. 93125001

Responsive ■ Resourceful ■ Reliable 2

2.2 Site Description

Item Description

Location

See Appendix A, Exhibits A-1 and A-2, Site Location Plan and Site Aerial Plan.

Jack Brooks Regional Airport is located on the west side of US Highway 69, about 6 miles southeast of the City of Beaumont in Jefferson County, Texas.

Existing improvements Existing taxiways and runways.

Current ground cover and surface soil conditions

Concrete, asphalt, and short grass.

Existing topography

No elevations were provided. Existing surface appears to be relatively level, with an overall slope down toward the southeast, and with grade changes for surface drainage.

3.0 SUBSURFACE CONDITIONS

3.1 Typical Soil Profile

Pavement thicknesses at the individual boring locations are summarized in the following table.

Existing Pavement Thickness of Jack Brooks Regional Airport

Boring

No.

Concrete

Thickness Top

Layer (inches)

Asphalt Thickness

Top or Middle Layer

(inches)

Concrete Thickness

Bottom Layer

(inches)

Total Pavement

Thickness

(inches)

A-1 16 -- 6 22

A-2 -- -- -- --

A-3 12.25 -- 6 18.25

A-4 -- -- -- --

A-5 9.5 -- 6 15.5

A-6 -- -- -- --

A-7 9 -- 6 15

A-8 -- 5 6 11

A-9 -- -- -- --

A-10 -- -- -- --

A-11 -- -- -- --

A-12 -- -- -- --

Responsive ■ Resourceful ■ Reliable 3

Existing Pavement Thickness of Jack Brooks Regional Airport

No.

Concrete

Thickness Top

Layer (inches)

Asphalt Thickness

Top or Middle Layer

(inches)

Concrete Thickness

Bottom Layer

(inches)

Total Pavement

Thickness

(inches)

A-13 -- -- -- --

A-14 -- -- -- --

A-15 -- -- -- --

A-16 -- -- -- --

A-17 -- -- -- --

A-18 -- -- -- --

A-19 -- -- -- --

A-20 -- -- -- --

B-1 -- 6 -- 6

B-2 9.5 6 5.75 21.25

B-3 8.75 3.5 6 18.25

B-4 10 4 6 20

B-5 -- -- -- --

B-6 10 2.25 5 17.25

B-7 -- -- -- --

B-8 9.5 6 5.75 21.25

B-9 10 5 6 21

B-10 -- -- -- --

B-11 10.5 3.5 6 20

B-12 5.5 -- 9 14.5

B-13 10 -- 6 16

B-14 6 -- 10 16

B-15 6 -- 10 16

B-16 -- -- -- --

B-17 -- -- -- --

C-1 9.75 2 5.75 17.5

C-2 10.5 2 6 18.5

C-3 -- 8 5.5 13.5

Base material consisting of fat clay with asphalt and gravel pieces was observed below the pavement in Borings B-12 and B-14. Soils below the pavement and soils at the other areas outside the pavement are predominantly fat clays with an occasional layer of lean clay, clayey

Responsive ■ Resourceful ■ Reliable 4 sand, or silt with sand. Colors of the soils at this site are different shades of tan, gray, and brown.

The silts with sand have an Atterberg plasticity index of 3, indicating a very low potential for shrink/swell movement associated with changes in moisture content. The clayey sands have a plasticity index of 11, indicating a low potential for shrink/swell movement. The fat clays have plasticity indices ranging from 30 to 77, indicating a moderate to very high potential for shrink/swell movement.

The soils below the pavement and soils at other locations generally have moderate to high strength, with hand penetrometer test results ranging from 1 to 4.0 tons per square foot (tsf).

Some soils in Borings A-2, A-8, A-16 through A-20, B-2, B-3, B-7, and C-1 had very low to low strength, with hand penetrometer test results ranging from 0.25 to 0.75 tsf, and an SPT blow count of 7 blows per foot.

Conditions observed at each boring location are indicated on the individual boring logs.

Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report.

3.2 Groundwater

The borings were advanced using the dry drilling procedure to their termination depths in an effort to evaluate groundwater conditions at the time of the field program. Groundwater was not observed in the borings during or immediately after completion of drilling.

The groundwater measurements are considered short-term, since the borings were open for a short time period. On a long-term basis, groundwater may be present at other depths. In addition, groundwater might become temporarily trapped in the near-surface soil layers causing perched water at very shallow depths from time to time. Groundwater can also become trapped in deeper low-plasticity soil layers underlain by low-permeability clay soils. Groundwater will fluctuate seasonally with climatic changes and should be evaluated prior to construction.

3.3 Chemical Properties

Five soil samples were tested in the laboratory to determine pH and sulfate. In addition, 12 soil samples were tested to determine sulfate content. Results of those tests follow.

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Chemical Test Results

Soil Description pH Sulfates (ppm) No.

Depth

(ft)

A-1 3 – 5 Fat clay 5.62 Not detected above the detection limit

A-2 0 - 2 Fat clay -- 5.92

A-4 0 – 2 Fat clay 5.10 7.09

A-6 2-4 Fat clay -- 5.43

A-9 2-4 Fat clay -- Not detected above the detection limit

A-12 0 – 2 Fat clay -- Not detected above the detection limit

A-14 0 – 2 Fat clay 5.40 5.99

A-15 2-4 Fat clay -- 60.8

A-16 0-2 Fat clay -- Not detected above the detection limit

A-18 2-4 Fat clay -- 13.2

A-20 0-2 Fat clay -- 36.4

B-7 0-2 Fat clay -- 6.41

B-9 1 – 3 Fat clay 7.90 2.76

B-10 2-4 Fat clay -- 7.49

B-13 2 – 4 Fat clay 6.97 2.83

B-16 0-2 Fat clay -- Not detected above the detection limit

B-17 2-4 Fat clay -- 260

3.4 Materials Sampling and Laboratory Testing

As noted in Laboratory Testing, Appendix B-1, laboratory tests were performed on representative soil samples obtained from the borings to determine natural water content, Atterberg limits, and amount passing the No. 200 sieve. These results were used to classify the soils, and results are presented on the boring logs.

Samples of the fat clay subgrade soils obtained from the soil exploration borings were combined to form one composite soil sample. The Atterberg limits test and a Standard Test Method for

Laboratory Compaction Characteristics of Soil Using Standard Effort, ASTM D 698 (standard moisture-density relationship) were performed on the raw composite sample of fat clay. Results of those tests are presented on the Laboratory Compaction Characteristics of Soil Report

Number 0001 included in Appendix B. Based upon results of the moisture-density relationship test, we molded one specimen of raw fat clay soil compacted to approximately 96 percent of the maximum dry unit weight determined by the ASTM D 698 test. The test specimen was then soaked for a period of 4 days, drained for 2 hours, and tested in accordance with Standard Test

Method for CBR (California Bearing Ratio) of Laboratory-Compacted Soils ASTM D 1883. A

Responsive ■ Resourceful ■ Reliable 6 surcharge weight of 10 pounds was used during the CBR tests. Results of the CBR test are presented in Appendix B.

As requested by the client, two lime series tests were performed on a specimen of fat clay obtained from the composite sample. One series was used to determine Atterberg limits, and another series was used to determine pH of the soil treated with various amounts of lime.

Results of those tests are presented on the Report of Lime Determination included in Appendix

B.

Based upon results of the lime series test, we performed ASTM D 698 tests on samples of the composite fat clay mixed with 4 percent and 6 percent lime. Lime was measured by percent of dry weight of soil. The lime was mixed with the soil and moisture, allowed to “mellow” for a period of about 24 hours, then compacted. Results of those tests are presented on Laboratory

Compaction Characteristics of Soil Report Nos. 0002 and 0003 included in Appendix B.

Based upon results of the moisture-density relationship tests, we molded one specimen of soil treated with 4 percent lime, and one specimen of soil treated with 6 percent lime. These specimens were compacted to approximately 93 percent of the maximum dry unit weight determined by the respective ASTM D 698 tests. The test specimens were then soaked for a period of 4 days, drained for 2 hours, and tested in accordance with Standard Test Method for

CBR (California Bearing Ratio) of Laboratory-Compacted Soils ASTM D 1883. A surcharge weight of 10 pounds was used during the CBR tests. Results of the CBR tests are presented in

Appendix B.

4.0 GENERAL COMMENTS

The information presented in this report is based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation can be provided.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site

Responsive ■ Resourceful ■ Reliable 7 safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the information contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the information of this report in writing.

APPENDIX A

FIELD EXPLORATION

Responsive ■ Resourceful ■ Reliable Exhibit A-3

Field Exploration Description

Subsurface conditions were evaluated by drilling 40 test borings, designated A-1 through A-20, B-1 through B-17, and C-1 through C-3, to depths of about 5 feet within the proposed pavement areas. The borings were drilled on January 4 through 6, 2012, using track-mounted drilling equipment at the approximate locations shown on the Boring Location Plan, Exhibit A-2 of

Appendix A. The borings were selected and located on the ground by the client. The boring depths were measured from the existing pavement surface or ground surface at the time of our field activities. At the completion of our field activities, the borings were backfilled with soil cuttings and capped with high early-strength concrete.

Samples of cohesive soils were recovered using a thin-walled tube sampler. Hand penetrometer tests were performed on that sample of cohesive soil to serve as a general measure of consistency.

Granular soils and soils for which good quality thin-walled tube samples could not be recovered were generally sampled by means of the Standard Penetration Test (SPT). This test consists of measuring the number of blows (N) required for a 140-pound hammer free falling 30 inches to drive a standard split-barrel sampler 12 inches into the subsurface material after being seated 6 inches.

This blow count or SPT N-value is used to evaluate the stratum.

A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower-efficiency cathead and rope method. This higher efficiency of the automatic hammer affects the standard penetration resistance blow count (N) value by increasing the penetration per hammer blow, with a resultant decrease in the blow count value, over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in Terracon’s interpretation and analysis of the subsurface information for this report.

The consistency descriptions we assigned to the soil strata on the boring logs are based on the higher efficiency of the automatic hammer.

Samples were removed from samplers in the field, visually classified, and appropriately sealed in sample containers to preserve their in-situ moisture contents. Samples were returned to our laboratory in Lufkin, Texas. Samples not tested in the laboratory will be stored for a period of 30 days subsequent to submittal of this report and will be discarded after this period, unless we are notified otherwise.

A field log of each boring was prepared as drilling and sampling progressed. These field logs included visual classification of the soils observed during drilling. Laboratory testing was used to evaluate the soil properties and general soil conditions. SPT and hand penetrometer results, which give an indication of strength of the soil, are shown on the logs. Soil descriptions and

Responsive ■ Resourceful ■ Reliable Exhibit A-3 symbols used on the logs are in general accordance with the Unified Soil Classification System

(USCS). The boring logs, presenting the subsurface soil descriptions, type of sampling used, and additional field data, are presented on Exhibits A-4 through A-43 of Appendix A. The

General Notes, which define the terms used on the logs, are presented on Exhibit C-1 of Appendix

C. The Unified Soil Classification System is presented on Exhibit C-2 of Appendix C.

Borings were advanced by the dry auger drilling procedure. Observations regarding the presence and depth of seepage and groundwater were made in the boreholes while drilling and upon completion of each boring. This information is shown on the boring logs. A more detailed study would be needed to determine a more accurate location of groundwater and seepage rates. To obtain more detailed groundwater information, additional deep borings, water level observations on a long-term basis, and setting and monitoring piezometers (observation wells) over an extended period of time may be required.

9553 23 30

CH

33ST

ST

2.5

1.5

1.3

1.8

5.0

16 INCHES OF CONCRETE ; top layer

6 INCHES OF CONCRETE ; bottom layer FAT CLAY; gray, very stiff

- becomes stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-1

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

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Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo g DESCRIPTION

Approx. Surface Elevation: Existing Grade

9378 22 56

ST

ST

ST

ST

ST

1.5

1.0

1.5

0.5

1.25

10.0

FAT CLAY; grayish-brown and tan, stiff, with organics

- becomes light grayish-brown, with ferrous stains

- becomes gray and tan, medium stiff

- becomes stiff

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-2

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

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D H

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Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

4.0

2.0

1.0

1.5

5.0

12.25 INCHES OF CONCRETE ; top

layer

6 INCHES OF CONCRETE ; bottom layer FAT CLAY; dark gray, hard

- becomes dark gray and brownish-gray, very stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-3

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

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D H

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Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9888 20 68

ST

ST

ST

ST

ST

2.0

2.0

1.0

1.5

2.0

10.0

FAT CLAY; brownish-gray, very stiff, with ferrous stains

- becomes gray and tan, stiff

- becomes light gray and tan

- becomes very stiff

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-4

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

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LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

2.0

1.0

0.8

1.3

5.0

9.5 INCHES OF CONCRETE ; top layer

6 INCHES OF CONCRETE ; bottom layer FAT CLAY; dark gray and gray, very stiff

- becomes gray, stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-5

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9588 20 68

ST

ST

ST

ST

ST

3.0

3.0

1.0

3.5

1.0

10.0

FAT CLAY;dark brownish-gray, very stiff, with ferrous stains

- becomes gray and tan

- becomes stiff

- becomes light gray and tan, very stiff

- becomes stiff, with calcium deposits

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-6

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

2.5

2.5

0.8

1.3

5.0

9 INCHES OF CONCRETE; top layer

6 INCHES OF CONCRETE; bottom layer FAT CLAY; dark brown and dark gray, very stiff

- becomes gray, with ferrous stains

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-7

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

8520 17 3

ML

CH

ST

SS 7

1.0

0.4

1.0

2.0

5.0

5 INCHES OF ASPHALT; top layer

6 INCHES OF CONCRETE; bottom layer

SILT WITH SAND; tannish-gray, stiff

FAT CLAY; dark gray, stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-8

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9057 17 40

ST

ST

ST

ST

ST

3.0

3.0

1.5

3.0

1.5

10.0

FAT CLAY; brown, very stiff, with ferrous stains

- becomes dark brownish-gray, with ferrous stains

- becomes brownish-gray and reddish-brown, stiff

- becomes gray and tan, very stiff

- becomes light gray and tan, stiff

Boring terminated at 10 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-9

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9894 29 65

ST

ST

ST

ST

ST

1.5

1.5

2.0

3.0

3.0

10.0

FAT CLAY; brown, stiff

- becomes gray and tan

- becomes tan and light gray, very stiff

-becomes light gray and tan, with calcium depoists to 10'

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-10

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9180 24 56

30ST

ST

ST

ST

ST

2.0

2.0

3.0

1.5

2.0

10.0

FAT CLAY; brown, very stiff, with ferrous stains

- becomes brownish-gray

- becomes light gray and tan, with calcium deposits to 8'

- becomes stiff

- becomes very stiff

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-11

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

ST

ST

2.0

2.0

1.5

2.5

3.0

10.0

FAT CLAY; dark brownish-gray, very stiff, with ferrous stains to 4'

- becomes brownish-gray

- becomes gray and light gray, stiff

- becomes light gray and tan, very stiff, with calcium deposits

- becomes light gray, slickensided

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-12

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9579 28 51

ST

ST

ST

ST

ST

1.5

1.5

1.0

2.0

2.0

10.0

FAT CLAY; dark brownish-gray, stiff

- becomes brownish-gray

- becomes gray and tan

- becomes light gray and tan, very stiff

- slickensided

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-13

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

ST

ST

1.5

1.5

1.0

1.5

1.5

10.0

FAT CLAY; brown, stiff, with ferrous stains

- becomes grayish-brown and tan, with sand pocket

- becomes light gray and tan, with calcium deposits to 8'

- becomes gray, with ferrous stains

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-14

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

ST

ST

1.5

2.5

2.5

3.0

3.0

10.0

FAT CLAY; dark brownish-gray and tan, stiff, with calcium deposits

- becomes very stiff

- becomes light gray and tan

- becomes light tan

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-15

DATE DRILLED

1/4/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

CH

ST

ST

ST

ST

ST

2.5

0.75

1.25

0.75

0.25

10.0

FAT CLAY; dark brownish-gray, very stiff

- becomes medium stiff

- becomes gray, light gray, and tan, stiff, slickensided, with calcium deposits

- becomes light tan and tan, medium stiff

- becomes soft, silty, encountered crawfish hole

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-16

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

CL

ST

ST

ST

ST

ST

2.25

0.5

1.5

1.25

2.25

8.0

10.0

FAT CLAY; dark brownish-gray, very stiff

- becomes dark gray, brownish-gray, and tan, medium stiff

- becomes light gray and tan, stiff, with calcium deposits

LEAN CLAY; light tan and tan, very stiff

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-17

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

ST

ST

ST

1.75

3.75

1.25

0.5

1.25

8.0

10.0

FAT CLAY; dark brownish-gray, stiff

- becomes light gray and tan, very stiff

- becomes stiff, with calcium deposits to 8'

- becomes medium stiff

LEAN CLAY; light gray and tan, stiff

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-18

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

CH

SC

29ST

ST

ST

ST

ST

1.75

0.75

2.5

1.25

2.25

8.0

10.0

FAT CLAY; dark brownish-gray, stiff

- becomes light gray and tan, medium stiff

- becomes very stiff, with calcium deposits

- becomes stiff

CLAYEY SAND; light gray, medium dense

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-19

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

ST

ST

ST

0.75

1.25

2.25

2.0

0.5

8.0

10.0

FAT CLAY; dark brownish-gray, medium stiff

- becomes stiff

- becomes light gray and tan, very stiff, with calcium deposits

LEAN CLAY; light gray and tan, medium stiff

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. A-20

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

1.0

1.25

1.0

0.5

5.0

6 INCHES OF ASPHALT;

FAT CLAY; dark brownish-gray, stiff

- becomes light gray and tan

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-1

DATE DRILLED

1/6/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

2.75

1.0

0.5

0.8

1.3

1.7

5.0

9.5 INCHES OF CONCRETE; top layer

6 INCHES OF ASPHALT; middle layer

5.75 INCHES OF CONCRETE; bottom

layer FAT CLAY; dark brownish-gray, very stiff

- becomes stiff

- becomes medium stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-2

DATE DRILLED

1/6/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

ST

1.0

1.75

0.75

0.7 1.0

1.5

5.0

8.75 INCHES OF CONCRETE; top

layer

3.5 INCHES OF ASPHALT; middle

layer 6 INCHES OF CONCRETE; bottom layer FAT CLAY; dark brownish-gray, stiff

- becomes medium stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-3

DATE DRILLED

1/6/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

2.0

1.25

1.0

0.8 1.1

1.7

5.0

10 INCHES OF CONCRETE; top layer

4 INCHES OF ASPHALT; middle layer 6 INCHES OF CONCRETE; bottom layer

FAT CLAY; dark brownish-gray, very stiff

- becomes stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-4

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9576 19 57

ST

ST

ST

ST

ST

2.0

1.25

1.0

1.5

1.25

10.0

FAT CLAY; brownish-gray, very stiff

- becomes stiff

- becomes light tan and tan

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-5

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

1.5

1.0

0.8 1.0

1.4

5.0

10 INCHES OF CONCRETE; top layer

2.25 INCHES OF ASPHALT; middle

layer 5 INCHES OF CONCRETE; bottom layer FAT CLAY; dark gray and gray, stiff

- becomes gray

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-6

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9373 17 56

ST

ST

ST

ST

ST

0.75

0.75

1.25

2.25

2.25

10.0

FAT CLAY; light gray and tan, medium stiff

- becomes stiff

- becomes very stiff

- becomes light tan and dark tan

Boring terminated at 10 feet.

Dry auger to 10 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 10 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-7

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

ST

1.5

2.0

0.8

1.3

1.8

5.0

9.5 INCHES OF CONCRETE; top layer

6 INCHES OF ASPHALT; middle layer

5.75 INCHES OF CONCRETE; bottom

layer FAT CLAY; dark gray, stiff

- becomes dark gray and gray, very stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-8

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See Boring Location Plan

SITE:

PROJECT:

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F M

O

IS

T U

R E

C O

N T

E N

T

D R

Y D

E N

S

IT

Y , P

C F

M

IN

U S

S

IE

V

E

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, T S

F

F A

IL

U

R E

S T

R A

IN

C O

N F

IN

IN

G P

R E

S S

U R

E , P

S I

SAMPLES

P

LA

S T

IC

IT

Y

IN

D E

X

TESTS

T Y

P E

S P

T , B

LO

W

S /F

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

L

IM

IT

Jack Brooks Regional Airport

US Highway 69 South Nederland, Jefferson County, Texas

G ra p hi c Lo

9581 21 60

ST

ST

1.5

2.0

0.8

1.2

1.7

5.0

10 INCHES OF CONCRETE; top layer

5 INCHES OF ASPHALT; middle layer

6 INCHES OF CONCRETE; bottom layer FAT CLAY; dark brownish-gray, very stiff

- becomes stiff

Boring terminated at 5 feet.

Dry auger to 5 feet.

Groundwater seepage was not observed during drilling.

Boring was dry and open to 5 feet upon completion of drilling.

A-

WATER LEVEL OBSERVATIONS

EXHIBIT

BORING LOG NO. B-9

DATE DRILLED

1/5/2012

PROJECT NUMBER

93125001

REMARKS:

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL TYPES. IN SITU, THE

TRANSITION BETWEEN STRATA MAY BE MORE

GRADUAL.

BORING

LOCATION:

CLIENT: Schaumburg & Polk, Inc.

Beaumont, Texas

See…